X-2379A A Weyerhaeuser Benchmark Monotonic and Cyclic Tests of Fully-Restrained Wood Structural Panel Braced Walls Ned Waltz, PE, SECB Senior Engineer, Product Evaluation TEST LABORATORY: Weyerhaeuser Engineering Laboratory Boise Technology Center TECHNICIANS: APPROVAL: DATE: OBJECTIVES: KEYWORDS: 2910 East Amity Road Boise, 10 83716 (208) 364-3600 Zeb Atwood, Amber Kuhn Chris Brandt, PE Senior Engineer Codes, Standards, and Product Evaluation 8 June 2012 Experiment Number 2379A To document the in-plane monotonic and cyclic shearwall performance of intermittent braced wall systems that combine wood structural panel sheathing with wood studs and full overturning restraint. shearwall, brace, wood structural panel, sheathing, oriented strand board, OSB, panel , seismic, CUREE Restricted Confidential (Red): Disclosure strictly limited to persons on a managed list. Confidential (Yellow) : Disclosure limited to persons confidentially bound to Weyerhaeuser on a need-la-know basis. Non-Confidential (Green): Disclosure unlimited. Page 1 of 39
Transcript
X-2379A
A Weyerhaeuser
Benchmark Monotonic and Cyclic Tests of Fully-Restrained Wood Structural Panel Braced Walls
Ned Waltz, PE, SECB Senior Engineer, Product Evaluation
TEST LABORATORY: Weyerhaeuser Engineering Laboratory Boise Technology Center
TECHNICIANS:
APPROVAL:
DATE:
OBJECTIVES:
KEYWORDS:
2910 East Amity Road Boise, 10 83716 (208) 364-3600
Zeb Atwood, Amber Kuhn
Chris Brandt, PE Senior Engineer Codes, Standards, and Product Evaluation
8 June 2012
Experiment Number 2379A
To document the in-plane monotonic and cyclic shearwall performance of intermittent braced wall systems that combine wood structural panel sheathing with wood studs and full overturning restraint.
Restricted Confidential (Red): Disclosure strictly limited to persons on a managed list.
Confidential (Yellow): Disclosure limited to persons confidentially bound to Weyerhaeuser on a need-la-know basis.
Non-Confidential (Green): Disclosure unlimited.
Page 1 of 39
X-2379A
A Weyerhaeuser
ABSTRACT:
This test program was undertaken to document the in-plane monotonic and cyclic performance of braced wall systems that combine wood structural panel shearwalls with wood studs and full overturning restraint. A total of eleven 8 ft. long by 8 ft. tall shearwalls were tested at the Weyerhaeuser Engineering Laboratory. Eight of these walls were monotonically tested in general accordance with ASTM E72 to measure their wall racking performance. Three were cyclically tested in general accordance with the "CUREE" load protocol of ASTM E2126 to provide an initial indication of their seismic attributes. As part of these tests, 3/8 in. OSB sheathing was evaluated using both Douglas-fir and spruce-pine-fir (SPF) wall framing and the minimum fastening provisions normally associated with prescriptive wall bracing. An additional set of walls with 3/8 in. OSB was monotonically tested to evaluate the wall sheathing using the wall racking test and fastening scheme employed by PS-2 for a sheathing qualification. A set of single "alternative" wall sheathing that has claimed structural equivalence to the wall racking attributes of wood structural panel wall bracing was also evaluated using matched monotonic and cyclic tests .
Appendix 1: Test Specimen Details - E72 Monotonic Tests ...... ..... ................................... 19 Appendix 2: Test Specimen Details - E2126 Cyclic Tests ...... ........................................... 22 Appendix 3: Monotonic E72 Wa ll Racking Data ........................ .. ....................................... 25 Appendix 4: Cyclic E2126 Shearwall Data ......................... .... .......................................... 34 Appendix 5: Stud Specific Gravity and Moisture Content Data .......................................... 38
X·2379A Page 3 of 39
X-2379A
A Weyerhaeuser
INTRODUCTION:
Recent industry discussions have focused on the expected in-plane racking shear resistance of the wood structural panel braced wall system defined as "WSP" in the 2012 International Residential Code (IRC). As detailed by the IRC, the minimum WSP wall bracing system consists of:
• wood structural panel (WSP) wall sheathing with a minimum thickness of 3/8 in.,
• 6d common (0.113 x 2.0 in .) sheathing nails spaced 6 in. olc at the panel edges and 12 in. in the field,
• 2x4 nominal lumber studs that typically range from spruce-pine-fir (SPF) to Douglas-fir or southern pine, and
• a wall stud spacing of 16 in . o/c.
While wood structural panel sheathing materials are monotonically qualified for racking resistance in accordance with PS2-10: Performance Standard for Wood-based StrvctvralUse Panels (PS-2), the test details required for the PS-2 qualification of 3/8 in . thick sheathing do not correspond with the conditions outlined above. For the purpose of judging the suitability of the sheathing for the broad range of in anticipated end uses, the PS-2 qualification test targets a higher load configuration than described by the minimum IRC wall bracing provisions.
When designed in accordance with the American Wood Council's 2008 Special DesIgn Provisions for mild and Seismic (SDPWS), the WSP wall bracing system described above has an engineered allowable seismic design capacity in fully-restrained applications that ranges between 185 and 200 plf depending upon the framing species. As detailed in the SDPWS commentary, ultimate monotonic capacities of a fully-restrained wood structural panel shearwall are on the order of 2.8 times the allowable seismic design strength. Despite this , in some technical task groups, questions have been raised about the expected tested performance of the baseline WSP bracing system described above.
The primary objective of this investigation was to use standardized, consensus test methods to conduct wall racking tests of the baseline WSP wall bracing system to benchmark its performance with Douglas-fir and spruce-pine-fir (SFP) framing. A secondary objective was to conduct a limited amount of cyclic testing of the same fullyrestrained wall configurations to document the expected seismic performance attributes of similar wall configurations. A tertiary objective was to conduct matched tests to compare the performance of a commercially available "alternative" wall sheathing that has been recognized by some code evaluation organizations as an "equivalent" substitute for wood structural panel sheathing in IRC braced wall applications.
EXPERIMENTAL DESIGN:
Table 1 summarizes the experimental design adopted for this study. Further details regarding the specimen construction are provided in Appendices 1 and 2.
Page 4 of 39
X-2379A
At.. Weyerhaeuser
This test program consisted of in-plane monotonic wall racking tests conducted in general accordance with ASTM E72 and fully-restrained cyclic shearwall tests conducted in general accordance with ASTM E2126. The primary exceptions were that, given the scope of the test program and exploratory nature of the study, on ly two monotonic and one cyclic test were undertaken for each wall configuration.
Wal l configuration A1 was monotonically tested as a means to judge whether the 3/8 in . oriented strand board (OSS) sheathing used for this investigation complied with the minimum wall racking requirements of PS-2. The 8d common sheathing nail selection and placement pattern reflected in Table 1 correspond with the qualification test requirements detailed by Table 5 of PS-2.
Wall configurations A2 and 01 were monotonically tested to satisfy the primary experimental objective: to investigate the wa ll racking performance of the baseline (code minimum) WSP bracing system using Douglas-fir and SPF framing materials. Wa ll configurations A3 and 02 were the similarly configured cyclic tests.
Table 1: Exoerimental Desi n - 8x8 ft. In-Plane Shearwall Tests Task n Std. Sheath Fastener Pattern Stud Stud Center Hold-
Space Stud down (edae/field) (in. )
A1 2 E72 0.131x2.5in. 3/12 in. E72 rods A2 2 E72 3/8 in.
A3 1 E2126 OSS 0.113 x 2.0 in . 6/12 in.
2x4 Full restraint
C1 2 E72' OF 16 in . 2x E72 rods
Alt. Staple' -/- ' Full C2 1 E2126 Panel restraint
01 2 E72' 3/8 in. 2x4 E72 rods
0.113 x 2.0 in. 6/12 in. Full 02 1 E2126 OSB SPF restraint
Notes lE72 as modified by PS-2 Section 7.3.3. 'The alternative sheathing product was fastened using a staple configuration and fastener pattern that complied with the manufacturer's installation instructions for braced wall applications.
Wall configurations C1 and C2 were tested to investigate the performance of a commercially available "alternative" wall sheathing sometimes specified as an equiva lent substitute for wood structural panels in wal l bracing applications. The sheathing fastener, placement pattern, and stud spacing for these tests were chosen to meet or exceed the manufacturer's installation instructions for braced wall applications.
A 3/8 in. minimum sheathing fastener edge distance was consistently employed for al l wa ll assemblies to be consistent with the recommended installation instructions for both sheathing products.
As mentioned above, drawings to detail the specifics of the test wall construction are provided as Appendices 1 and 2. The specimen configurations detailed in Appendix 1 were chosen to comply with the specifications of PS-2 and ASTM E72. The cyclic shearwall specimen configurations shown in Appendix 2 were chosen to provide wal l designs that were practically "minimized" in accordance with the 2008 SPDWS and the
Page 5 of 39
X-2379A
A Weyerhaeuser
2012 National Design Specification for Wood Construction. Some of the detailing decisions specifically made to avoid designing the wall components with excess capacity included:
• Selecting a low grade of 2x4 nominal framing material ,
• Using only two 5/8 in. anchor bolts per wall,
• Selecting low-grade rod stock for the anchors,
• Always using a single 2x sill plate,
• Using a single hold-down type that had sufficient design capacity for all the walls, but varying the number of screws between the hold-down anchors and the end posts to balance the design capacity for the design shear of each configuration .
• Using only a double 2x end post to meet the hold-down manufacturer's minimum design requirements, and
• Varying the number of screws used to stitch together the double 2x studs at end posts to match the wall's lateral design capacity.
Each of these items was detailed as close as could practically be accomplished to match the assumed allowable design capacity and minimum code requirements for a given wall configuration . Detailing decisions made with finite members/parts to meet code minimum requirements for things like anchor bolt spacing and number of end post studs resulted in some degree of practical overcapacity that could not be avoided in either this test program or in application.
MATERIALS:
All of the materials used in this investigation were either purchased on the open market or obtained from on-hand stores. No materials were obtained from special mill runs or trials .
Framing
All of the framing used for this study was 2x4 nominal lumber that was high-temperature kiln-dried to a moisture content on the order of 15%.
All of the Douglas-fir framing material came from one unit of 2x4 nominal , 8 ft. long lumber produced by Idaho Forest Products and purchased from Franklin Building Supply in Boise, 10. This material was graded as "No.2" in accordance with the Western Wood Products Association grading rules .
All of the SPF framing material came from one unit of 2x4 nominal , 8 ft . long lumber produced by Central Forest Products Association Mill No. 54 . This surplus material was purchased for another project and taken from indoor storage at the Weyerhaeuser Engineering Laboratory. Stamps on this product indicate that it was graded as "Stud" grade in accordance with the Canadian National Lumber Grading Authority provisions.
Page 6 of 39
X-2379A
A Weyerhaeuser
Since it was anticipated that the test program would take place over several months on a time-permitting basis, both units of material were stored in a conditioning room with ambient atmospheric conditions of 20°C and 65% RH. This was done to mitigate the potential for large moisture content differences between groups. Neither unit was fully-equilibrated to these environmental conditions at the time of testing .
Sheathing
The OSB sheathing used in this investigation was purchased on the open market specifically for the purpose of this investigation. This 3/8 in. thick commodity material was produced by Weyerhaeuser Mill No. 533 on 14 February 2012. It was square-edged material that was "sized for spacing," had a rating of "Exposure 1," and a PS-2 span rating of "24/0." It was stamped with APA as the third-party inspection agency. A full unit of this material was purchased through the Weyerhaeuser distribution yard in Boise, 10.
The "alternative" proprietary sheathing material was a commercially available product that reportedly uses a laminated "fibrous" sheathing board that is approximately 1/8 in. thick to provide structural racking resistance. The tested material was purchased on the open market in a region of the country where it is readily available and shipped to the Weyerhaeuser Engineering Laboratory for testing in a protective crate.
METHODS:
All testing outlined in this report was conducted at the Weyerhaeuser Engineering Laboratory in Boise, Idaho between April and June of 2012.
Stud Sorting
Each of the framing members that received sheathing panel nailing were pre-sorted from the available stud material based upon specific gravity. For the Douglas-fir and SPF walls , the goal of the pre-sort was to select framing material for each wall assembly that had average oven-dry specific gravities as close as practically possible to the published values 0.50 and 0.42, respectively. This pre-sort was employed as an attempt to avoid building individual test walls with critical members that were either far above or below the accepted global averages for the commercial species combinations assumed by the shearwall design tables of the 2008 SDPWS. Given the limited replications, this sort was judged necessary to avoid unrealistic skews of the test data.
For the initial sort, each stud from each source bundle was weighed on a scale, the length measured with a tape measure, and the cross-section dimensions at the center measured using calipers. The moisture content was approximated using a pin-type electrical resistance meter. This data was used to estimate the overall expected oven-dry specific gravity. Lumber with estimated specific gravities within ±0.05 of the targeted average was used to fabricate the test walls.
Specimen Fabrication
Each test specimen was fabricated by Weyerhaeuser Engineering Laboratory personnel in accordance Table 1 and the drawings summarized in Appendices 1 and 2. All walls were framed and sheathed by the same two associates. The framing for each test wall was
Page 7 of 39
X-2379A
A Weyerhaeuser
constructed between 4 and 24 hours prior to testing. For consistency, all walls were sheathed the same workday they were tested .
Monotonic Shearwall Tests
The monotonic shearwall tests of Groups A1, A2, C1, and 01 were conducted in general accordance with the wall racking test method of ASTM E72-10. The primary exceptions to E72 were as follows:
• As discussed above, two replicates were tested for each wall configuration.
• The wall framing material was selected to target the published oven-dry specific gravity for each commercial species group.
• As described by Section 7.3.2 of PS-2 , an additional deflection device was added to measure the vertical deflection of the compression post.
• The load protocol was modified to reflect the procedure outlined Section 7.3.3 of PS-2. The "test load" used to establish the load protocol was the SOPWS allowable seismic design load for the tested configuration . One exception to this was that a more aggressive cycle was inadvertently employed for the A1 walls (460 plf test load instead of 410 plf test load). This deviation should be conservative. For walls sheathed with an alternative panel , the test load for Group A2 was assumed (as equivalent to the code-minimum WSP) .
Figures 1-2 illustrate the test setup. Load was applied to the top of each wall using a servohydraulic actuator attached to the 3.5 x 3.5 in . load head. The load head was rigidly attached to the specimen top plate using 'Yo in . bolts. Each wall was similarly anchored to a 3.5 x 3.5 in. base track. The load and base tracks were aligned in a manner that ensured that the sheathing did not bear on the test fixtures and was free to rotate relative to the framing .
The in-plane loads applied to the wall were measured using an electronic load cell positioned in-line between the actuator and load head . Lateral deflections were measured at the top of the wall using a temposonic wand referenced to the top plate. A linear motion potentiometer (LMP) positioned at each end of the wall measured the uplift relative to the anchorage track. A third LMP positioned at the center of the sill plate measured the rigid body sliding of the wall. All of the devices were monitored throughout the test by the same computerized data acquisition (OAQ) system that controlled the loading.
Ouring each test, the load cycles were generated and electronic devices monitored by the computerized OAQ/hydraulic controller system. Each wall specimen was observed to determine the failure mode that governed the peak load capacity.
Following each test, short clear wood blocks were cut from each wall stud and plate that received sheathing nails. These blocks were used to determine the stud moisture content in accordance with ASTM 04442-07 and the stud specific gravity in accordance with ASTM 02395-07.
Page 8 of 39
X-2379A
A Weyerhaeuser
Actuator with in-line load cell (not shown )
E72 Hold-down roller with anchor rods
Load track I
Lateral braces
Temposonic wand referenced to top plate
Sheathing jOint (after failure)
Testwall I AnchoraQe track
Space end posts
Lateral measurement device
Anchor rod
Anchor bolt
Uplift measurement device
Cyclic Shearwall Tests
The cyclic "full-scale" shearwall tests were conducted in general accordance with ASTM E2126-11. The primary exception was:
• As discussed above, one replicate was tested for each wall configuration
Figures 3-5 illustrate the test setup. Load was applied to the top of each wall using a servohydraulic actuator attached to a load head that complied with Note 3 of ASTM E2126 Section 7.3.1. The load head was attached to the specimen top plate using enough 3 in . long SDS screws to provide rigid attachment throughout the test. Each wall was anchored
Page 9 of 39
Kirk
Highlight
Kirk
Highlight
Kirk
Highlight
Kirk
Highlight
Kirk
Highlight
Kirk
Highlight
X-2379A
A Weyerhaeuser
down to a steel track embedded in a concrete floor. A combination of wood and steel spacer blocks were used to prevent the sheathing from bearing on the test frame at the base and the load head at the top.
The in-plane loads applied to the wall were measured using an electronic load cell positioned in-line between the actuator and load head . Lateral deflections were measured at the top of the wall using a temposonic wand referenced to the top plate. This external wand was also used to control the displacement cycles for the load protocol. An LMP positioned at each end of the wall measured the uplift relative to the anchorage track. A third LMP positioned at the center of the sill plate measured the rigid body sliding of the wall. All of the devices were monitored throughout the test by the same computerized data acquisition that controlled the loading.
Prior to testing , each wall was installed into the frame and bolted down per the project drawings. The walls were allowed to sit for at least 10 minutes prior to testing , but after the anchor bolts and hold-downs were tightened per Section 6.2.3 of ASTM E2126.
The displacement-controlled cyclic tests were conducted in accordance with the test protocol defined by Method C of ASTM E2126. Given that the test walls were expected to have drift capacities that exceeded 2.5% of the wall height based upon the monotonic tests, the parameter /::, was consistently taken as 2.5% of the wall height (2.4 in.) per the limit imposed in Section 8.5.2 of ASTM E2126. The parameter a was always defined as 0.5.
Ouring each test, the displacement cycles were generated and electronic devices monitored by the computerized OAQ/hydraulic controller system. Each wall specimen was observed to determine the failure mode that governed the peak load capacity.
Following each test, short clear wood blocks were cut from each wall stud and plate that received sheathing nails. These blocks were used to determine the stud moisture content in accordance with ASTM 04442-07 and the stud specific gravity in accordance with ASTM 02395-07.
Page 10 of 39
A Weyerhaeuser
X-2379A
Actuator with in-l ine load cell (not shown)
Temposonic wand referenced to top plate
Sheathing joint (behind post)
Test wa ll I Uplift LMP's
AnchoraQe track
Hold downs
Base-lateral LMP
Anchor bolt
Page 11 of 39
Kirk
Highlight
Kirk
Highlight
Kirk
Highlight
X-2379A
A Weyerhaeuser
Lateral braces
Temposonic wand referenced to top plate
Figure 5: E2126 View looking up at end of wall
RESULTS:
Table 2, Figure 6, and Figure 7 summarize the relevant test results from this study. Detailed datasheets are provided in Appendices 3-5.
Table 2 identifies the primary failure modes observed for each test assembly. All of the shearwalls in this test program, regardless of whether they were tested monotonically or cyclically, initially behaved in a similar fashion . The vertical studs began to rotate relative to the sheathing as lateral drift was imposed. In general, the following failure modes were observed :
• All of the shearwalls sheathed with OSS consistently failed at the sheathing-toframing connection due to some combination of sheathing nail withdrawal from the framing, nail head pull through from the sheathing, and/or sheathing edge tea rout.
• When monotonically tested, the wall panels of Group C1 sheathed with the alternative panel failed primarily due to diagonal buckling of the sheathing. When the sheathing buckled, it either pulled the staple heads through the sheathing or tore them through the panel edges.
• When cyclically tested, the wall panels of Group C2 sheathed with the alternative panel failed due to a combination of staple head pull-through from the sheathing and sheathing edge tearout.
None of the cyclically tested walls experienced a hold-down, framing , or anchorage failure.
Page 12 of 39
Kirk
Highlight
A Weyerhaeuser
Table 2: Summary of Results Shu thing Fastener Seismic l Load at Primary Normalized Parameta,A
Stud Inpu 0.4 Peak ASO Oesig 0.2 in. EEEP Yield Peak Ultimate A ... A",. Failure Gl'iNly Drift at PaM! un. Drift! 10 Shuthing T,po Stud Space Size Spao. Del .. Stud MC Mode] Load Ultimate ASD ASDDrifJ
Noles, 2008 Se!!£ial Desifl!!. Provisions for Wind and Seismic
2. The drift measurements used for the E72 test ~e based upon an IoadIdrift cur.es that had the shearwall rigid body rotation and translation components analytically remowd.
Drift Jor cyclic tests is based upon the measured drift at the top of the wall and includes all mowment sources. 3. Failure mode codes: NVlJO - sheathing nail Voithdrawal. SET - sheathing edge tearout, LSS -lOCalized stud splitting. NHP - nail head puJIthrough, ONF- did not fail. NS _ prooressiw sheathing nail slip.
4. Wood structural panel seismic equiloQ\ency parameter from ICC-ES Acceptance Criteria AC 130. 5. Product fastened using a staple size and placement pattern that met the manufacture(s minimum instaBation requirements.
X-2379A Page 13 of 39
A Weyerhaeuser
E72/PS-2 Wall Racking Performance 1,500
. OSS. Sd. 3/12. OF
1,400
1,300
1,200
1,100
1,000
/' \ - Al_2· 3/8 in. aSS,Sd, 3/12, OF ... --- A2_1-:VB in. 058, 6d, 6/12, OF
~ - A2_2· 3/8 in. eSa,6d, 6/12, OF
- 01_1 -3/8 in. 058, 6d, 6/12, SPF L" \- - - 01_2-3/8 in. 058, 6d, 6/12, SPF
Figure 7: Compilation of Average Backbone Curves - E2126 Cyclic Tests
X-2379A Page 14 of 39
X-2379A
A Weyerhaeuser
Figure 9: Typical fastener head pull-through and withdrawal for an ass sheathed assembly
Page 15 of39
A Weyerhaeuser
CALCULATIONS:
Table 2 includes several calculated values.
Monotonic Tests
The monotonic E72 shearwall tests were fi rst analyzed by adjusting the measured wall drift to remove the rigid body rotation and translation as described by Section 7.3.3 of PS-2. The resulting adjusted drift curves, depicted in Append ix 3, were then used to identify the following parameters presented in Table 2:
• the load and deflection at 40% of the peak load (pre-peak) ,
• the load at an adjusted wall deflection of 0.2 in.,
• the deflection at the SDPWS allowable seismic design load,
• the load and deflection at the peak load, and
• the load and deflection at the "ultimate" point or "drift capacity" as defined by Section 3.2.13 of ASTM E2126,
The other calculations required by ASTM E72 were also computed . However, only those parameters of specific interest to this experimen t have been reported here.
It should be noted that the allowable stress shearwall design values contained Table 2 were developed for the OSB sheathed wal ls using the 2008 SDPWS shearwall design provisions for seismic appl ications. For Group C 1, it was assumed for comparison purposes that the allowable seismic design value for the "equivalent" OSB sheathed wall could also be applied to the assemblies sheathed with the alternative sheathing product.
The ratio between the measured peak capacity and the allowable seismic design load has been provided for normalized comparison purposes.
Also for comparison purposes, three different reference lines have been provided in Figure 6:
• A line at 500 plf has been added to highlight minimum E72 wall bracing strength level that has been the subject of recent industry discussions.
• A line a 560 plf has been added to highlight the strength level associated with 2.8 times the 200 plf allowable seismic design load for the baseline OSB sheathing/nail combination with Douglas-fir studs. (The comparable streng th level associated with SPF framing would be 515 pll) .
• A line a 1,148 plf has been added to highlight the performance level associated with 2.8 times the 410 plf allowable seismic design load for the OSB sheath ing/nail combination with Douglas-fir studs used for a PS-2 qualification .
X-2379A Page 16 of 39
X-2379A
A Weyerhaeuser
Cyclic Tests
In general , for the cyclic shearwall tests , the first step in the analysis process was to define the positive and negative "backbone" or "envelope" curves for each test as defined by Section 3.2.4 of ASTM E2126-11. The positive and negative backbone curves were then averaged to produce a single "average" backbone curve which was used for the remainder of the calculations. Averaging the curves first is also consistent with the analysis method used to analyze the wood industry benchmark shearwall database and E2126 requirements.
To be consistent with industry practice and the AC130 equivalency provisions, the average backbone curves from the cyclic test were not adjusted to remove the rigid body rotation and translation of the wall assembly.
The following parameters were determined from the cyclic test backbone curves:
• the load and deflection at 40% of the peak load (pre-peak) ,
• the load at a deflection of 0.2 in. ,
• the deflection at the SDPWS allowable seismic design load,
• the load and deflection at the peak load,
• the load and deflection at the "ultimate" point or "drift capacity" as defined by Section 3.2.13 of ASTM E2126,
• the load and deflection at the equivalent energy elastic-plastic yield point (EEEP) as defined by Section 3.2.5 of ASTM E2126.
Where necessary, interpolation was used to estimate points that fell between discrete positions on the average backbone curve. The other calculations required by Section 9 of ASTM E2126 were also computed. However, only those parameters of specific interest to this experiment have been reported here.
The last four columns of Table 2 are the wood frame wood structural panel "equivalency" parameters as defined by ICC-ES AC130. The drift at the ASTM E2126 "ultimate" point, also known as "drift capacity," is reported as a percentage of the wall height. The component overstrength is reported as the peak load the wall resisted divided by the published allowable design capacity. The "ductility ratio" was computed by dividing the "drift capacity" by the deflection measured at the published allowable design strength of the wall.
The allowable stress shearwall design values contained Table 2 were developed for the OSB sheathed walls using the 2008 SDPWS shearwall design provisions for seismic applications. For Group C2, it was assumed for comparison purposes that the allowable seismic design value for the "equivalent" OSB sheathed wall could also be applied to the assemblies sheathed with the alternative sheathing product.
Page 17 of 39
X-2379A
A Weyerhaeuser
For comparison purposes, a reference line for 500 plf has been added to Figure 7. This line represents 2.5 times the 200 plf allowable seismic design load for the baseline OSB sheathing/nail combination with Douglas-fir studs. This minimum strength benchmark represents one of the four cyclic test parameters used to judge seismic equivalency to lightframe wood structural panel shearwalls.
Page 18 of 39
A Weyerhaeuser
APPENDIX 1: TEST SPECIMEN DETAILS - E72 MONOTONIC TESTS
X-2379A Page 19 of39
x
'" w ;;j
"
-u ~ ~ ro
'" o
a w ~
Applied Load -.----
8'-0'
~
I 8'-0'
16' 16'-
L 8' 1 ~
16·--1 32"
I WQIJ GQn~lr!.!.f.l"Qn: 8 It ~al1 /eng,.ths 16 in. oL.e Se.ocing
1) Studs and top plates: 2x4 - See Table 1
2) Bottom plate: 2x4 - See TobIe 1
J) Framing attachment: Plate to plate-(2} lOd common at 16 in. o/c Plate to stud-(2) 16d common each end
/ 4) Wall Sheathing - see Table 1
Spaced 5) Sheathing to frame attachment - see TobIe 1 Double
--~ -~ , (3/4 x 3.5 x 12 in. 058 Spacer / '\ Fastened with 6 15ci common
/ \ (3 each dirfX/ion) I 1 \ I \ , \ I \ /
\ / , / , -- ~ ~
Nail size: IBd box: 0.13'" dio. x J 1/2" long 16d common: 0.162" dia. x J 1/2" Ion<]
-" IOd common: 0.148" dio. x S" long Bd common: 0,131" dio. x 2-1/2"'009
U 6ci common: 0.113" dio. x 2" long
I EXD. 2379 - £72 Weyerhaesuer Engineering Laboratory ... Ned Waltz, PE, SEeB 11 April 2012 ..... -
1 of 2
~I ~ Test
Size Fastener
at Panel Edge
Fasteners at Panel End
Note 1 - Altemotive panel staple size ond placement pattern to meet manufacturer's minimum installation requirements.
f Approximately 2" to r ( -;d ovoid splitting each end
/ 01 stud.
160 Nails. See Table I. Stagger nails 7/8" (rom center line of wide face. Apply from both sides.
Stud to Stud ot End Post (typical)
J/8" min.
3/4"
P""er ed.e ~OCtrlg
1----8" .1 (Typ. each end)
(2) 2)( end post
3/4" diameter A307 anchor bolt Hole size in bottom plote 1/16" lorger than bolt diameter. Center hole in wide face. See Tobie 1 for wosher size.
/ 3/B" min.
Sheathing edge flush with bottom plate edge (test fixlure should not restrict panel rotation).
Wall End Detail (2x bottom plate)
rl r-3/
4"
, 3/8" 1:1=.1--' -----
J/8" min._ l Panel Corner Detail - Top of Wall
3/8" min. (typ. each edge)
Sheathing edge (1/8" gop between pone' edges). Center joint on center line of stud thiCkness.
2x nominal stud
Adjoining Panel Edge Oetot'l (stagger nailing)
Weyerhaesuer Engineering Laboratory Ned Waltz, Pc. SECB
Exo. 2379 - £72 ,.. 11 April 2012 ~--~
A Weyerhaeuser
APPENDIX 2: TEST SPECIMEN DETAILS - E2126 CYCLIC TESTS
X-2379A Page 22 of 39
x N r------------------------------------------------------------------------------------------------------------------______________________________ -, wi ~
~
~ ro N
Applied Load
8'-0' Wall Construction: 8 It wall lengths 16 in. olc Spacing
I l
'-111 II Ii Ii Ii Ii ill 1) Studs and top plates:
2x4 - See Table 1
I-- 16" III 16--
8'-0'
/ /
I I I I
~/ , ,
~1'1 t 'l;2:::[
LSee Wall End .-Detoil
/ Double End Posts
-"'-
u
2) Bottom plate: 2lt4 - See Tobie 1
J) Framing ottachment: Plote to plate-(2) 160 common per fool Plate to Slud-(2) 16tJ box each end Stud to stud - ses TobIe 1
4) Wall Sheathing - see Tobie 1
5) Sheathing to frome attachment - see Table 1
Nail size: 16<1 box: 0.13'" dio. If J 1/2" /ong 16d common: 0.162" dio. If 3 1/2" long JOel common: 0.148" dio. x J" long 8d common: 0.131" dio. If 2-1/2" long 6d common: O. 11 J" dio. If r long
Weyerhaesuer Engineering Laboratory Ned Waltz, PE, SECB
E~ 2274 - Cyclic ... II April 2012 --~I I 1~2
x N '" ~
" g ~
'" .. 8-'" w
Table 1.
5053.0" Stud .!l Fasteners Fasteners £dge/Field Stud End Post Framing 0 Holddown at Panel at Panel
Test Ponel Fastener $pacing Spacing Washer Anchor Stitch at au ~ 5053.0" Edge End 10 Size Size &lIs Screws Edges <l! Screws AS 8xB' 3/8" 058 0.113 x 2 in. nail 6"oc/12"oc 16" o/c 3x3 25/8" 4 2x4 OF I 6 17 9 C2 8x8' Alt. Panel stoDie -/- 16" o/c 3<3 25/8" 4 2x4 OF I 7 - -02 8xB' 3/8" 058 0.113 }{ 2 in. nail 6"'oc/12"oc 16" a/c 3x3 25/8" 4 2x4 SPF 1 6 17 9
Note 1 - Alternotive panel staple size and placement pattern to meet manufacturer's minimum installation requirements.
1- r-3/ 4" -r Approximotely 2" 10
3/8"1:.
1-' , , ovoid splitting each end of stud.
~ P 50S Screws. See Tobie 1. Stagger screws 7/8" from
, ,/ center line of wide lace. A'IOid
,..--~ hofddawn region.
.f'.-
Stud to Stud at End Posts Panel Corner Delol1 - Top of Wall
-, r - (2) 2x end post
· POQeC,edJ; _ _ 3/8" min. (typ. each edge) nOll 5 ng HoJddown. HDOB. Vary number of SDS screws,
· / ,see Tob~ I. r · · 5/8" diameter MOl anchor bolt
Sheathing edge (1/8" gop Hole size in ~ 3/8" min._ bottom plate 1/16- larger than bolt diameter. between panel edges).
Center hole in wide face. See Table 1 lor · r---Center joint on center line
washer size. I\. ~' stud thickness.
· r'-1/2" /
2x nominal stud
r2X nomino) · · . I -'- '-. . . • . J
Adjoining Panel Ed2e Detail (sta22er na,ling) '-
\. 3/~" min. 3/4'-
Sheathing edge flush with bottom plate
12" edge (test lixture should not restrict Weyerhaesuer Engineering Laborotory Exp. 2274 - Cyclic
(Typ. eoch end) panel rotation}. ... Ned Waltz. PE. SECB 11 April 2012
Wall End Detail (2x bottom plate) ...... -2 of 2
A Weyerhaeuser
APPENDIX 3: MONOTONIC E72 WALL RACKING DATA
X-2379A Page 25 of 39
X-2379A
~
vi ..c -"tl ra .9 ~
~
Experiment No. 2379 - En Shearwall Data
Wall Al_l , , ' , ' " 'I I I I 1 I 12,000, i I I I 1" I I : ..Ia I I I I I,
'i I I ~! I i~ I I I I, III '~'" I 11,000 I I I I I I~' I" 'I I 1:\ I , ,
. , , I I I Ii, , , I ! I I, I 'i , I I I I 'I I" I i I I I'~ I' " 10,000 'I', I' 'ki I I I I I I II I I I ill
; [I I ! I . I I . I' I ! [ r 'I, I I I I I I I i I I ' I I i I I " "I I , I I ,
9,000 11 i i iLl' I I I 'I I i I I I I, "J i, I, II i I I , I 1
'11
'1 '" ,~, , , ', ',II , "H'I i I I·,. , I I . ! [
8,000 I i ILl. " f II I I I 'I I I I ! i I, I I I I I i I I !, I,!, "'I " , , I~ i , 'I 'I i ' 'I' 'I 'I 7,000
il ' I, 'I , iii II ! I II I I 'I I! i I I " I J i! Ii.! I~ I
! I I I', i!, I I ,
6000 ~I ':, I I I i II I I I iii, I ' I I l' ' I ' '! i i 'I , I ' I , I I I ....... I' I Ii, : I ! I I ' ' I" i , , I
5,000 j, ' -Wall Data I Iii I I ~,_, I, Ili Peak I I I I I I
I 'I ' , I I 'I 4,000 'I' I At. ASD Seismic Design I i I
j l , 1 • 0,2 in, I I 3,000 I I I I @ 0,8 Post-Peak I I ,
1 I I , ,
2,000 I I I I II I I I ' 11: I I' !
1,000 if I I i I I I I I I I , Il' j, ! I ;: , " , o -p- ---'1-- I, ,
o a a 0 a N o:::t I.D a 0 a a
a a 0 a 0 a 0 a 0 0 a 0 a a 0 a a a a a 0 0 00 0 N o:::t I.D 00 0 N o:::t I.D 00 0 N q I.D 00 a N o:::t I.D 00 a a ~ ~ rl rl rl N N N N N ~ M m m m ~ ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 26 of 39
X-2379A
~
.n ~ :::;. "lJ ra .9 t!! QJ ... ~
----------
Experiment No. 2379 - En Shearwall Data
Wall Al_2
13,000 I I I 12,000 I iii c, i I I I ~
11,000 II 'V I \ i I I I I 1 [,
I I 1./ I If, i I I I I I 10,000 1 j/' i I \I I! I II I 1 I'
I I I • i' I I 9,000 V ' I I ' I I \1 I I I Iii
i -, I I i I I 1 I J' ! i Ii i [I iii I i I I i
I I I I . !
8,000 I Ii! I 1 Ii" I I! I I 1
, iJ"! I, I I ," I I I i [ [ i I I 1,[ Ii,' 'I H
7,000 II ' iii! I I I I I I I I I I' i I 'I ! i, I' ii' I I I iii Ii. i i i ! .
6,000 I I' I 'I i i I I I I 'I I I i I I ~ , I I I, i I I ' , I !-WaIiData 'I I I ,I I
5,000 : 'I ii, I I I I I I I i III Peak ! I I I I' I I I iii I I I r I ! i
4,000 , I" I i, " ASD Seismic Design I I I I I " 'I i ! iii! I. ! i I I I ! I 'I [ ,I 4; 0.2 In, [ , I " I
3000 I I' i 'I I I I' I [ I ' 'I I I! I i ® 0.8 Post-Peak I ii' , I'
I I [ ! I 'I 'I I [ I I I ,
2,000 I I I I I I I I i I I 1,000 -11 1/ I i I I I Iii I I,
o JI I ) , I I ( , " I
o a 0 a 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 a a 0 0 0 a N q ~ 00 0 N ~ ~ 00 0 N q ~ 00 0 N q ~ 00 0 N ~ ~ 00 a o a a a a ~ ~ rl rl rl N N N N N M M M M M ~ ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 27 of39
~
'" ..Q -'C ttl 0 .... ttl ... Qj ..... ttl ....
X-2379A
8,000
7,500
7,000
6,500
6,000
5,500
5,000
4,500
4,000
3,500
3,000
2,500
2,000
1,500
1,000
Experiment No. 2379 - En Shearwall Data
Wall A2 1
-- [ __ I ~--, ,---, I
I I I I +---+---+11-1
1
---- I ~ -- [---I-I ~I I Ii! . __ 1
1 11~I'il II ~,Ii i~! I!, . ! _ i i
- --1-1 r"'ii I I ' , :
i l-i--l-+-+----t--+-+I -t--f-+--t-i-t-lii
, I ! I I '
1-----1' I I I I
Ii! I, I [ I
II \ i \ Ii -,,,,-Wall Data
I ' 'I I I I I I lliI Peak f Iii. I 4. ASD Seismic Design --j--t---!---+
1
I I I I I I I ' I ,I', 1 I. 0.2 In .
lliI Peak
4. ASD Seismic Design
• 0.2 in.
I I I 1 I i, I I I
I I
I I o5t·Peak
4 J I I I I I i I I I I @ O.SP
500 llV I I I I I I I I I i I I o "I' I L i ; , , , , [ I
$ ~ ~ ~ ~ $ ~ ~ ~ ~ $ ~ ~ ~ ~ $ ~ ~ ~ ~ $ ~ ~ ~ ~ $ o 0 0 0 0 ~ ~ ~ ~ ~ N N N N N ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 28 of 39
X-2379A
~
II)
.tl -"C
'" ..9 ~ CIl .... ~
---~--~--------
Experiment No. 2379 - En Shearwall Data
Wall A2 2
8,000 I I I r ' I
7,500 I II I I U I_~, J 000 '-~-i-+--t~-f--T-I-:--r~1 ' , 7, T I I ' , I I I \ i
II i I I ! I , --L i 'I I 6,500 1'11 1 IlillJl I i
I 1 i I I -1 I i I 6,000 I I ' ! I ' I ! 11 I ,
' , I i I I , "I 500 I , , i ' ''7' I 1 I I 5, I i 'I i 'I I " I I I I ' " 1'1 I::, II ~I
5,000 i I I II I J,.....-- I I I' I 1 I I I i 1-.......1 , ' , ! I '~I'" 'III I i I! I,! I
4,500 i II I Y I I I I I I I I I '-wall Data : i i _T""'~ i 4000 I , : I£f-I Iii I I i I I ! iii ~ , I 1lL'J i I I I _ i I I , [J Peak : I ' i I I
3,500 ; fI' II I I I I 'I i I I II Ie ASD Seismic DeSign I I I I
I , I i I I I I 'J' 3 000 ! i 'I ' I I I i I ~ 0.2 in. I I, ' !r IJ , I ! II [email protected]"I'
2,500,! ill i ,I' I I ! I Iii
2,000 I ' I I I Iii II I I I LU ' I ' , I '" I
1,500 ,~ I I I' 1: i II I I 1 I I I I I " I I, I ' I
1,000 ' I I iii I I I I I I I I 500 iJ111 11 I III I I II I I , I , i I ' I I " I , I I II', ) ~ \ ,t , , o ~----·-1 :' I I L
8 00 . "l <:J: 000
~ @ 8 ~ ~ ~ @ 8 ~ ~ ~ @ 8 ~ ~ ~ @ 8 ~ ~ ~ @ 8 d d ~ ~ ~ ~ ~ N N N N N M M M M M ~ ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 29 of39
~--""-~""~-"
X-2379A
-vi ..c -"'C III
.9 ~ ~ ~
Experiment No. 2379 - En Shearwall Data
Wall C1 1
10,000 I' i i ' iii i I [ 'I il
I I I iii I i [ [ i! : 1 i ' i j
9,500 I! I I I I! I I I I I I I : 9,000 iii I [ '[ I I I I! I 'I' I I , ,
'I I I 'I I J I !
8,500 'I I I I I 'I ~-t-J I J I I
8,000 I I I I J i I I I I I I 7,500 i I I I I I I I I Ii, !, !
7,000 i I I I J iii I J I I I I I I J I I 1 I ""I++-tI~+-+-riiITlI 6,500 1 , I I I I '-' I
LJ ! I I i 'I I '_I 6,000 I il I \ I ,I i I I 5,500 I ! I i~ I ",I," -I I -Wall Data I 5,000 r-11 '! I I I ' I I I, IBi Peak " , i I I I , i 4,500 'I ' I I I i I I I J I! 1 I A ASD SeISmiC DeSign I I I i I I [
I . i I '...i, , I 1 i 1 i. I . I i 4,000 i ! i [ I I [ I I I I I 1 I I • 0,2 in, i i [ i [ i 'I
J I I ! ' I : I I ' ! I I I i I I I i ~ . 3,500"j i I )r l' [ i I "l i I 61 0,8 Post-Peak 'I I \ I ' , i 3,000 II I iii IlLI I l' '[ 'I I~ I I I I ! -~ ! J
1• J
l, iii iii ~
I I,,' I; 1 J I ill I, I I I " 2,500 IL ' i [1 I -t 1 • i I I I I I I I I I J 2,000 Y I I J' 1 I I I I I r I , : : , I I I I I J
' " ,-L " I ' i I I I I i ! [ I I ! ,
1,500 r,i ! i I I ! ! ! I Iii I I [ I I I I : I I I I I 1,000 I I i I I I I: I I ! r, I I' 11 I I I 1 I, I I, I 50
0-1 'II! 1111 Illjl'l:!", iii , 1 I I I I ---.L . I , I I 'i I J I , o I I I ;'
a a 0 0 0 a a a a a a 0 a a a a 0 0 0 a a 0 0 000 a a 000 o N ~ ~ 00 a N q W 00 0 N q W 00 0 N q ~ 00 0 N q W 00 0 N q ~ 00 0 o 0 0 0 0 ~ ~ rl rl rl N N N N N M m m M M ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 30 of 39
X-2379A
~
.,; .c -"C
'" ..9 ~ Qj ... ~
Experiment No. 2379 - E72 Shearwall Data
Wall C1 2
10,000 I ! iii ! I ,
9,500 I I I I I I I I! I I ! 9,000! I i I I I I I i I I I ~ I 1 , I 8,500 \ I I" I i I I I 'I J I 1 i ,I 8,000 I i I I I I I I! I I , I: 7,500 ,I I iii 'I i' I I ! I
' I I ' 'I ", I' I. I . , i i J ! 7,000 I, I I I I I I i I I I i I I I
6,500 I U I IL,:-i~i---'-r-I-+--++-t-!~ 6,000 J1 i I I I! I Ii,
! , I I L-L-+-!!j-5,500 H 'I I I ! I -Wall Data " J I --1- I i J'
5,000 i I 1 I ! I I __ , 8l Peak "
4,500 hi ,,' I I I, I I ',i A ASD Seismic DeSign t-, -+-+-t-, -Ti I I I '" iii ' , i I !! ,
4,000 I ' I i 'I I 1..illiJ. I I ! iii: ~ 0.2 in. i I I I i . I I, 1" I I , " ,
3,500 i I V I 1 I I I [~I i!,: @ 0.8 post,peak,', ", ! 3000 iii rJ- : I I 'I~ '1 I I Iii: I, I ;"O i '4 Iii I I I I I 1 f'{. I I I I !! 1 I I 1 : J 2'000 I Jl , I 1': i I: i ! i I I I I'::t J I ! I I Ii: , "Jr' ,I, .J. 11'1 llJI' I,
1 500 -I.-~! , I ' i ' ! 1 I I I 'I i I I : iii 1:000 ! [I I J I Iii I I ! I I I H I ! I I I H
500 iii I I I I I I I I I I: I : 1 ! I! ! I 1-U i -+-" I I o I , I I
a a a 0 0 a 0 a a a 0 0 0 a a 0 a 0 0 0 a a a 0 0 a 0 a 0 a 0 a N ~ W 00 0 N q W 00 a N q W 00 0 N q W 00 a N q W 00 a N q W 00 a o 0 0 a a ~ ~ rl rl rl N N N N N m m m M M ~ ~ ~ ~ ~ m ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
-'----,
Page 31 of39
X-2379A
~
iii .Q :::::. 'lJ ra ..9 ~ Qj
!3
10,000
9,500
9,000
8,500
8,000
7,500
Experiment No. 2379 - E72 Shearwall Data
Wall D1 1
r T I 'I i I I' I ··'1 i, ' ,
I i I I I I I [ I· U_ I I I' I Iii I 1 I I I! I I I ! I I '[ I I I -Wall Data" I 1 i i .L..L I i I
I I 1 I I I i· I I' , " I I I I i I I I iDJ Peak I I , I' I I I ·1 I! I' I I I I I: i: !! I! i i A.. ASD Seismic Design I 1
t- ! " 1 I I I '" I' , ..... !: 'I., i I I I • 0.2 in. I 1 1
6,000: ! I' i I I II' I I I I I I I [email protected] I I ,'! , I I I I I I I I' ' , " 5500 I f I 1 I I I I I I 'I I 'ii I , I I 'I ',.. ." ' I
7,000
6,500
5,000 1 i : i I I I _I I = f Ii, 1_ I I I I I I I 1 I 4,500 _, ! 1 ! I ~ I I ! I I I ! I ! I I I I I I l
I JLr I II III III II ~ I I 1 I 4,000
3,500 1- 171 r ·1 r-I-II-I I 1"'l: I I Jf' 1 ,I, I I , I
! V 1 I I I 'I -'-1 I I I I I I I I I I I, I, I """'-I I IiI! iiil I 111'111!!1 !II",·I: 3,000 f I I 1 \ I I I I 'I ' I ·1 I. I I I I I I I !', I 'N' ..
i 4 I i I I i! ! . i i ) iii i' : i 2,500 I Iii ' I I I I I I I I I I : I 1 I Iii 1 I I 2,000 I 1 ~I I ·1 I ' 1 'I I I i II [I I I Iii I I I I 1 I I 'I I I
500 Ii, I I . I I'! I i [ 1, , I I I , , i I I , Iii I ! I ! ·1 I I I , ! ·1 f I
I I I I ! I I : I I , I I , I ! 'I I f
1,000 I 'I I I I I 1 I i I I I I I , I ' I I I I I ! I I !' I ! I ,I I I I I ! I I ! 1 ! I I I I I i
500 -1-+ 1 I I I I I I I I I I : I 'I I I I I I I i I' I . o I ! I ! I ! I! I I . iii i I I!
1 1 I , I , , I I "I , L I
000 a a a a a 000 0 a a a a a 0 000 a a a a a 0 0 0 a a o N ~ ~ 00 a N ~ ~ 00 0 N q ~ 00 a N q W 00 a N q ~ 00 a N q W 00 a 00000 rl rl rl rl rl N N N N N M m M M M ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 32 of 39
10,000
9,500
9,000
8,500
8,000
7,500
7,000
6,500 ~
iii 6,000 ..c - 5,500 "lJ co 5,000 0 .... co 4,500 ... QJ 4,000 ... co .... 3,500
3,000
2,500
2,000
1,500
1,000
500
0
X-2379A
~~----~-. --
I I
Experiment No. 2379 - En Shearwall Data
Wall D1 2
~~I ,-,-'~ , I ~ -Wall Data
I EiJ Peak
I I' I-Til Ii: i I I! I +--1-' i ,I " I' II"
mi 1 I !).~ I I I I ' - ill I
.
: i I VI I I I f--1 I I ~.' i I I I I I I I 1 Jr I ' I ,: 1 I . " . I I ' : . A i I ! I! ~ I i I I' I "'!o... 1 i I , " I! ~ I I I I ' Il!II " i I I I I I I ! I I II I I I • i iYf' I I ' I
,,! I I I I' i -X; . .J I I I ~:_ i!~ I I l Jtf \11 -:-'i"N:. i
I ! I !
'jA I --T-+-_+--f---+-+--+-+--+-+-+-+-i-+-+-+-+-+--i---i-.f-...-i.-~-I I I I ~
lJW++=i ! I I iTi' I II Iii :111 IIIII-T-----~~
.' I I ' ,.' ' , , :. i' I :-1 I' I I 'I ii' I, , , I I I ..... , I 1 . I' I ",.! I
. ! I : I II i II H I I I II ; ~ .' I I ,I o 0 0 a 0 0 0 0 0 0 a a a 0 0 a 0 0 0 0 0 0 0 a a a 0 0 a 0 0 o N q W ~ a N q W 00 0 N q W 00 a N q W 00 a N q W 00 0 N q W 00 a a a a 0 a ~ ~ ~ ~ rl N N N N N m m m m m ~ ~ ~ ~ ~ ~ ~ ~ ~ m ~
Adjusted Shear Drift (Rotation and Translation Removed) (in.)
Page 33 of39
A Weyerhaeuser
APPENDIX 4: CYCLIC E2126 SHEARWALL DATA
X·2379A Page 34 of 39
Cydic Load Test for Shear Resistance of Framed Walls
96 10khz - LC SIN 660578(16). CH32 LMP SIN 2.004 .
CH33 LMP SIN 4.01 1. CH35 LMP SIN 4.010.
Weyerhaeuser Engineering Laboratory 2910 E. Amity Road, Boise, 10
208) 364-3600 CH48 Wand SIN 90088036(3
'OCOI-:~~~~----IP.~~------------------------~====;;;;;;~;;~~ Load (Ibs.) Peak Average Backbone
13.500 + EEEP Yie~ e;
3.000 Failure
.500
.000
1,500 + MO% Pre-Peak
1.000
500
4.5 oe M ~~
5.0 5.5 ' .0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Notes: Staple puUthrough and edge tearout around near1y aU panel edges. Very little panel buckling observed at that point in the test. Framing entirely intact.
Page 36 of39
Cyclic Load Test for Shear Resistance of Framed Walls Test Method: AC130 - "CUREE"
Date: 5/30/2012
2379
02_1 Atwood 2.4
Sample Description: aX8 waU , 3/8 in. ass Sheath, SPF Frame, 6d com nails 6/12 Experiment No: File Name: Technician: Input Delta (in.): Setup Configuration: Single Wall
GenerallEEEP Parameters:
0.4 Pre-Peak: Yield: Peak:
Failure:
Template reviSion: Waltz. December 2007
6/7/2012 X-2379A
(Ibs.) 1,831 4,053
4,576 3,661
Load
Hold Down' ~_ ~ Height(in):'
Length (in): Devices:
Drift Stiffness (lbs.lft.) (in.) (%) (Ibs}in)
229 0,186 0.19 9,868
507 0,411 0.43 9,866
572 2,219 2.31 2,063
458 3.630 3.78 1,008
Ductility:1 8.84 I
HOQS wI 6 SOS screws 96 96
10khz -lC SIN 660578(16). CH32lMP SIN 2.004. CH33lMP SIN 4.011, CH35lMP SIN 4.010 ,
A Weyerhaeuser Weyerhaeuser Engineering Laboratory
2910 E. Amity Road, Boise, 10 CH48 Wand SIN 90088036(3 208) 364-3600
5.000 r;::~~~----~~~---------===;;;;:;;~~ Load (Ibs.) peak Average Backbone
EEEP Yield 14,500
14,000
13.500
13,000
,500
.000
1.500
1.000
500
1.5 5.5 O. M ~~
2.0 2.5 3.0 3.5 4.0 4.5 5.0 0.' 1.0
Notes: Nail withdrawal, sheathing edge tearout, and nail head pull-through around panel edges. No framing failures observed,
' .0
Page 37 of 39
A Weyerhaeuser
APPENDIX 5: STUD SPECIFIC GRAVITY AND MOISTURE CONTENT DATA
X-2379A Page 38 of 39
~ ~eyerhaeuser Eltperlment No: Technician;
S,gn"lur,,:
Oate: Tut Typa: Material: SOU!CO;
Condlll6nlng: No:>mlnal Stu:
Sample
C-f=E' I H " f-.-' ,
, , '" ,,'
, , i Itt ,
, , III , "
idl ,
3~ ~
; , , , , , , , ,
, ,
, , ,
II rn , , ;
"
" 'I
n79 Z(lb Atwood
4.Jun·12 Speclfic Gravity and Molttll,e Content Doublas·rrr P"rCll~$Q(llrom Franklin Bllil(linD Supply as 8 n. 1000 2x4's RCCelVQ(1 and testcd lInaer amilmn! almospllNIC COn(i<I,ons
'"
Wo. O~ I Leogtll Length: I W,tllll 1 I Wllntl 2 Weight Weight
